KR20140004436A - Construction method of driven grout pile - Google Patents

Abstract

A construction method of a grout type pile of the present invention locates a boot pipe having an end plate to close a lower end unit in a pipe shape having the center penetrated on the top of the ground, a slider having a plurality of injection holes penetrated on the surface, in a pipe shape having the center penetrated, is formed in an end unit. The method includes: a step of inserting a hammer shaft which injects grout into the boot pipe while the plurality of injection holes are penetrated in the end unit which has the slider; a step of forming a soil cement pipe by inserting the boot pipe simultaneously with the hammer shaft to a foundation layer by hammering while continuously supplying the grout into the hammer shaft through the injection holes; a step of removing the hammer shaft; a step of cutting a head part of the pile and cleaning. Therefore, manufacturing cost can be reduced by minimally decreasing the amount of transferred materials since there is no necessity to manufacture a PC pile, a steel pipe pile and et cetera, and the construction time can be reduced. The method is very economical since the pile does not need to be cut by forming a necessary length by easily modifying the number of strokes.

Description

[0001] Construction method of driven grout pile [0002]

The present invention relates to a method of constructing a grout type pile, and more particularly, to a method of constructing a grout type pile by positioning a boot pipe at a site where a pile is installed at a site, positioning an end of the hammer shaft within a boot pipe, At the same time, the grout is injected to reduce the frictional force to form the pile, so that there is no need to prepare the precast PC file, the steel pipe file, etc. in advance, so that the transportation material can be reduced to a minimum and the cost can be reduced, The present invention relates to a method of constructing a grout type pile.

The construction of ready-made piles is preboring, which drills the ground first with an excavation equipment such as earth-auger, inserts the ready-made piles into the perforations, and grouts the periphery of the piles to secure a predetermined supporting force. There is a construction method and a type construction method in which a ready pile is forcibly typed to the final support layer of the ground using a driving machine.

The construction of the pile according to the preboring method is effective when there is a high possibility that a hard layer exists in the ground or when the piling operation is difficult due to pollution such as noise or vibration or when the supporting capacity of the end is important. However, in the case of pile construction by the preboring method, not only is there a problem such as air delay due to the piercing work, a large waste of construction cost, and the like, but especially, the periphery of the pile is reinforced by grouting, And the overall bearing capacity of the pile is weak.

Therefore, it is advantageous in many respects that the construction of the foundation pile is advantageous in that it is possible to construct the foundation pile by the above-mentioned type as much as possible, because the air is quick, the construction cost is low, and the frictional force around the pile is secured. However, there is a problem in that the pile by the type method has a problem that the pile is damaged due to a large anti-striking force during the hitching operation at the tip of the pile, which makes it difficult to penetrate the target final support layer.

In other words, in order to maximize the end bearing capacity of the type of pile, it is necessary to insert the tip of the pile up to a more solid final support layer. Since the load due to the ground resistance of the pile tip takes a large load, And when a small impact energy is applied, there is a problem in that it is impossible to introduce a pile into a solid final support layer.

Therefore, the pile according to the conventional type method has a limitation in maximizing the supporting force. In order to fully support the design load of the upper structure, the number of piles required is more than necessary, And the air was also lengthened, thereby increasing the overall construction cost.

As a background of the present invention, Patent Publication No. 2011-0101299 entitled " A method of constructing an environmentally-friendly buried pile for reinforcing seismic and horizontal resistance performance " 4, the method of the present invention includes the steps of injecting a liquid ultra-high viscosity fluidized grout material into a cloth tool, approximating a pile to the cloth tool, installing a pressurizing device on the head of the pile, Forming a grout rebar by injecting the loaded grout material into the gap of the ground around the cloth tool by pressing the pressurizing device through the pressurizing device and adding a grout material to the space between the pile and the cloth tool after removing the pressurizing device The method of claim 1, further comprising the step of injecting the pile into the ground. However, since the above-described background art requires a cloth tool to be formed in advance, and a pile must be produced in advance and transferred to a site to be soldered to a cloth tool, the cost of the material can not be reduced due to excessive transportation materials and equipment, And a pile is to be manufactured in advance, so that the construction period is long.

Patent Publication No. 2011-0101299 "Environmentally-friendly Put-on-Pile Construction Method for Enhancing Seismic and Horizontal Resistance Performance"

The present invention is to solve the problems described above, by placing the boot pipe at the site where the pile is to be installed, the end of the hammer shaft is located in the boot pipe and using a hammer to type the hammer shaft and at the same time injecting grout Since columns are made and filled to form piles, there is no need to produce precast PC piles or steel pipe piles in advance, which minimizes transfer materials and reduces costs, and greatly reduces air. Its purpose is to provide a construction method for grout type piles.

In the first embodiment of the present invention, the boot pipe having an end plate configured to close the lower end in a pipe shape through which the center part is disposed is located on the upper part of the ground to be typed, and a plurality of injection holes are formed on the surface through the pipe shape where the center part is perforated. Introducing a hammer shaft into which the slider is configured at an end and a plurality of injection holes are formed at the end where the slider is configured, and injects grout into the boot pipe; Injecting the grout into the hammer shaft and continuously feeding the hammer shaft through the injection hole while driving the hammer shaft to form the boot cement up to the base layer together with the hammer shaft to form the soil cement pile; Removing the hammer shaft; And cutting and cutting the head of the pile of the pile of the grout type pile.

The present invention also provides a method of constructing a grout-type pile, wherein the slider is formed with a gap holding piece protruding outward from the outer periphery.

The present invention also provides a method of constructing a grout type pile, wherein a tube tube is further provided at an upper end of the column after removal of the hammer shaft.

The present invention also provides a method for constructing a grout-type pile, wherein a reinforcing net and a center roughening step are added to a soil cement pile from which a hammer shaft has been removed after a step of removing the hammer shaft.

According to a second aspect of the present invention, there is provided a method of manufacturing a steel pipe, comprising: joining a steel pipe to an upper portion of a boot pipe, Placing a boot pipe coupled with a steel pipe at an upper portion of a ground to be type, and embedding the boot pipe at a predetermined depth; A hammer shaft having a plurality of injection holes formed in the outer lower end thereof and a plurality of injection holes formed in the lower end thereof, the end of the hammer shaft being positioned inside the steel pipe, the hammer shaft being driven by injecting the grout to separate the boot pipe and the steel pipe, Forming a tube-based layer to form a soil cement pile; Removing the hammer shaft; And cutting and cutting the head of the pile of the pile of the grout type pile.

Also, a method for constructing a grout-type pile is provided, wherein a step of disposing a center muscle in a soil cement pile after a hammer shaft is removed after the step of removing the hammer shaft is added.

According to a third aspect of the present invention, there is provided a method of manufacturing a steel pipe, comprising the steps of: joining a steel pipe to an upper portion of a boot pipe, Placing a boot pipe coupled with a steel pipe at an upper portion of a ground to be buried and having a predetermined depth; A step in which a slider having a plurality of injection holes formed on the surface thereof is formed at an outer lower end and a hammer shaft having a plurality of injection holes formed at a lower end thereof is positioned inside the steel pipe and the boot pipe and the steel pipe are buried up to the base layer ; Removing the hammer shaft and pouring concrete into the steel pipe to form a pile; And cutting and cutting the head of the pile of the pile of the grout type pile.

In the grouting file method of the present invention, the boot pipe is positioned at the site where the pile is to be installed, the end of the hammer shaft is positioned inside the boot pipe, and the grout is injected at the same time as the hammer shaft is embedded using the hammer to produce a column and Since the file is formed by filling, it is not necessary to produce a precast PC file, a steel pipe file, etc. in advance, thereby reducing the transportation material to a minimum, thereby reducing the cost and greatly reducing the air.

Further, since the length of the file can be easily modified by increasing or decreasing the number of strokes that have been adjusted in advance, it is very economical since it does not need to cut the file because it forms the necessary length.

The following drawings, which are attached in this specification, illustrate the preferred embodiments of the present invention, and together with the detailed description thereof, serve to further understand the technical spirit of the present invention. It should not be construed as limited.
BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a construction flowchart of a first embodiment of a method of constructing a grout-
FIG. 2 is a construction flowchart of a second embodiment of a method of constructing a grout type pile of the present invention,
FIG. 3 is a construction flowchart of a third embodiment of a method of constructing a grout type pile of the present invention,
FIG. 4 is a cross-sectional view of a construction state according to a method of constructing an environment-friendly built-in cast-in-place pile reinforcing a conventional seismic and horizontal resistance performance.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

 Hereinafter, the technical structure of the present invention will be described in detail with reference to the preferred embodiments.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a construction flowchart of a first embodiment of a method for constructing a grout-type pile of the present invention. FIG.

The first embodiment of the construction method of the grout-type pile of the present invention after the hammer shaft 30 is introduced into the tubular boot pipe 10, the lower end is coupled to the end plate 11, while continuously supplying the grout The hammer shaft 30 is struck with a hammer to form a boot cement 10 at the end of the hammer shaft 30 to the base layer to form a small cement pile, and then the hammer shaft 30 is removed. do.

As shown in FIG. 1A, first, the boot pipe 10 is placed on the ground to be formed with a pile, and the hammer shaft 30 is inserted into the boot pipe 10.

The boot pipe (10) has a shape in which the end plate (11) is formed so as to close the lower end portion in the shape of a pipe having a central portion opened.

Since the length of the boot tube 10 is a shape obtained by cutting a steel tube into a short piece and the injection port 31 of the hammer shaft 30 is located inside the hammer shaft 30, A predetermined amount of grouted grout can be stored, and the tip portion can be protected while the hammer shaft 30 is being inserted.

A plurality of injection holes 31 are formed in the end portion of the hammer shaft 30 and the grout injected into the hammer shaft 30 flows out to the outside through the injection hole 31. A slider 20 having a plurality of injection holes 22 penetrating the surface thereof is formed on the outer surface of the slider 20 in the shape of a pipe having a center portion through which the injection hole 31 is formed at the lower end of the hammer shaft 30, 20 are fixed to the hammer shaft 30 and are rotated and fixed at a predetermined angle so that the injection holes 22 of the slider 20 and the injection holes 31 of the hammer shaft 30 are aligned with each other, The injection hole 22 of the slider 20 and the injection hole 31 of the hammer shaft 30 may be mismatched so that the grout is not injected.

The slider 20 is formed so that the gap retaining piece 21 protruding to the outer periphery at the lower end, to maintain a constant gap between the inner periphery of the boot tube 10 and the outer periphery of the hammer shaft 30, In the type, it is possible to maintain the correct interval, and when the grout is injected to ensure that a constant grout is supplied.

The interval maintaining piece 21 is configured to protrude diagonally along the outer periphery of the lowermost part of the slider 20.

The hammer shaft 30 is connected to the hammer so that the hammer can directly hammers the hammer shaft 30. Hammers can use a variety of ready-made products.

1B and 1C, after the hammer shaft 30 is pulled into the boot pipe 10, the grout is filled in the hammer shaft 30 at a constant pressure to continuously supply the injection hole 31 The hammer shaft 30 is driven to insert the boot pipe 10 while the grout is being supplied.

The boot tube 10 is used to form the boot tube 10 together with the hammer shaft 30 up to the base layer.

The grout is continuously injected in order to prevent the crater wall from collapsing in the type of the hammer shaft 30 and to reduce the frictional force with the hammer shaft 30.

Since the hammer shaft 30 is continuously buried through the annular column of the liquid grout, the frictional resistance is confined to the end of the boot tube 10 and the hammer shaft 30 is coupled with the boot tube 10 Base layer, grout is supplied only to the outer side of the hammer shaft 30, and the hammer shaft 30 keeps the grout column to be formed.

Then, as shown in Fig. 1D, the hammer shaft 30 is removed.

When the hammer shaft 30 is removed, the boot tube 10 is positioned on the base layer, and only the hammer shaft 30 is removed to form the soil cement pile.

When removing the hammer shaft 30, the grout may be firstly injected and the hammer shaft may be removed while pressing the hammer shaft 30 from the front end thereof so as to maintain the diameter of the shaft, and the hammer shaft 30 may be removed while supplying lubricant to facilitate removal thereof.

Thereafter, as shown in FIG. 1E, after the soil cement pile is formed, the head of the pile is cut and arranged to complete.

After the step of removing the hammer shaft 30, the hammer shaft 30 is removed, and the reinforcing net 60 and the center muscle 70 may be laid on the sile cement pile formed and the concrete may be laid to form the pile.

In addition, after the removal of the hammer shaft 30, a tube tube T may be additionally provided at the upper end of the soil cement pile, concrete may be laid, and a pile may be formed to facilitate the arrangement of the pile head. That is, after the formation of the file, the tube tube T is cut out and arranged so that a very small amount of waste or cutting is caused.

2 is a construction flowchart of a second embodiment of a method for constructing a grout type pile of the present invention.

In the second embodiment of the present invention, the end plate 11 is coupled to the lower end of the tube, and the sleeve tube 10a having the same cross section as the boot tube 10 is abutted to the upper portion of the tubular boot tube 10 The hammer shaft 30 is inserted into the sleeve tube 10a and then the end of the hammer shaft 30 is inserted into the sleeve tube 10a, The hammer shaft 30 is hammered with the hammer to separate the sleeve tube 10a and continuously injects the boot pipe 10 to the base layer and then the hammer shaft 30 ) Is removed to form the soil cement pile.

As described above, the sleeve tube 10a is contacted with the first embodiment and is separated from the boot tube 10. The use of the sleeve tube 10a as described above is effective in reducing the peripheral friction force Since the type is difficult and the type is difficult, the sleeve tube 10a is formed on the upper side of the file where the moment is concentrated, and the concrete is laid on the inside to form the pile. So as to have a cross section corresponding to the moment while minimizing the waste of the member.

In addition, the sleeve tube 10a is exposed to the upper portion of the ground to serve as the tube tube in the first embodiment, thereby facilitating the cleaning of the head.

First, the sleeve tube 10a is abutted and joined to the upper portion of the boot tube 10 having the end plate 11 formed at the lower end thereof in the shape of a pipe having a central portion.

The boot pipe (10) has a shape in which the end plate (11) is formed so as to close the lower end portion in the shape of a pipe having a central portion opened.

Since the length of the boot tube 10 is a shape obtained by cutting a steel tube into a short piece and the injection port 31 of the hammer shaft 30 is located inside the hammer shaft 30, A predetermined amount of grouted grout can be stored, and the tip portion can be protected while the hammer shaft 30 is being inserted.

The sleeve tube 10a is tack welded to the upper portion of the boot tube 10. The boot tube 10 and the sleeve tube 10a are brought into contact with each other in order to easily separate the boot tube 10 from the sleeve tube 10a.

As shown in FIGS. 2A and 2B, the boot pipe 10 to which the sleeve pipe 10a is coupled is placed on the ground where the pile is to be formed, and is shaped to a predetermined depth.

The end of the hammer shaft 30 is inserted into the sleeve tube 10a after the sleeve tube 10a is completely buried and exposed to the ground somewhat and the type is completed by a predetermined depth, The hammer shaft 30 is inserted into the hammer shaft 30 while the grout is continuously injected through the injection hole 31 and the boot pipe 10 and the sleeve pipe 10a ).

A plurality of injection holes 31 are formed in the end portion of the hammer shaft 30 and the grout injected into the hammer shaft 30 flows out to the outside through the injection hole 31. A slider 20 having a plurality of injection holes 22 penetrating the surface thereof is formed on the outer surface of the slider 20 in the shape of a pipe having a center portion through which the injection hole 31 is formed at the lower end of the hammer shaft 30, 20 are fixed to the hammer shaft 30 and are rotated and fixed at a predetermined angle so that the injection holes 22 of the slider 20 and the injection holes 31 of the hammer shaft 30 are aligned with each other, The injection hole 22 of the slider 20 and the injection hole 31 of the hammer shaft 30 may be mismatched so that the grout is not injected.

Since the sleeve tube 10a is in contact with the boot tube 10, it is possible to position the end of the hammer shaft 30 on the sleeve tube 10a, that is, the upper surface of the welded engagement surface, The grooves 10a and the grouting grooves inside the boot tube 10 and the pressing force are applied to the boot tube 10 by the hammer to fill the inside of the boot tube 10, And is separated from the tube 10a.

Thereafter, as in the first embodiment, the grout is injected into the hammer shaft 30 and supplied continuously through the injection hole 31, while the boot pipe 10 is formed up to the base layer to form the soil cement pile do.

Thereafter, when the hammer shaft 30 is removed to remove the hammer shaft 30, the boot tube 10 is placed on the base layer, and only the hammer shaft 30 is removed.

When removing the hammer shaft 30, the grout may be firstly injected and the hammer shaft may be removed while pressing the hammer shaft 30 from the front end thereof so as to maintain the diameter of the shaft, and the hammer shaft 30 may be removed while supplying lubricant to facilitate removal thereof.

Thereafter, as shown in Fig. 2 (d), the head portion of the soil cement pile is cut and completed.

Further, after the step of removing the hammer shaft 30, a step of arranging the reinforcing net and the center muscle 70 in the soil cement file from which the hammer shaft 30 has been removed may be added.

However, if the separation distance between the sleeve pipe 10a and the boot pipe 10 is long, a reinforcing net can be separately formed.

3 is a construction flowchart of a third embodiment of a method of constructing a grout type pile of the present invention.

A third embodiment of the method of constructing a grout type pile of the present invention is characterized in that an end plate 11 is coupled to a lower end of a steel pipe 10b having the same cross section as a boot pipe 10 on an upper portion of a tubular boot pipe 10, The hammer shaft 30 is inserted into the boot pipe 10 and the hammer shaft 30 is inserted into the boot pipe 10 after the hammer shaft 30 is inserted into the boot pipe 10, The hammers are hammered by the hammers to insert the boot pipe 10 to the base layer to allow the steel pipe 10b to be pulled in. Then, the concrete is poured while removing the hammer shaft 30 to form a pile.

First, the steel pipe 10b is joined to the upper portion of the boot pipe 10 having the end plate 11 formed at the lower end thereof in the shape of a pipe having a central portion opened.

The boot pipe (10) has a shape in which the end plate (11) is formed so as to close the lower end portion in the shape of a pipe having a central portion opened.

Since the length of the boot tube 10 is a shape obtained by cutting a steel tube into a short piece and the injection port 31 of the hammer shaft 30 is located inside the hammer shaft 30, A predetermined amount of grouted grout can be stored, and the tip portion can be protected while the hammer shaft 30 is being inserted.

The steel pipe 10b is coupled to the upper end of the boot pipe 10 and forms a concrete filled pile by filling the concrete in the steel pipe 10b.

As shown in FIG. 3A, the boot pipe 10 to which the steel pipe 10b is connected is placed at the upper part of the ground to be type, and is shaped at a predetermined depth. The hammer shaft 30 may be directly inserted into the steel pipe 10b to propel the end plate 11 of the boot pipe 10 and the upper end of the steel pipe 10b may be driven .

3B, the hammer shaft 30 is positioned at the boot pipe 10 after the hammer shaft 30 is pulled to a predetermined depth, and the hammer shaft 30 is driven to the boot pipe 10 and the steel pipe 10b, So that it is embedded into the base layer.

The length of the steel pipe 10b depends on the depth at which the steel pipe 10b is inserted, and a plurality of the steel pipes 10b in the longitudinal direction may be combined.

Thereafter, when the hammer shaft 30 is removed to remove the hammer shaft 30, the boot tube 10 is positioned in the base layer, and the steel pipe 10b is embedded in the ground.

Thereafter, as shown in FIG. 3C, when a concrete pile is formed to form a pile, and the pile of the pile is cut and assembled, the pile of concrete filled steel pipe is completed.

As described above, since the present invention can replace general precast PC files, H files, pipe files, or Augercast files, it is not necessary to prepare precast PC files, steel pipe files, etc. in advance, The cost can be reduced, and the air can be remarkably shortened.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

10: Boot tube
10a: Sleeve tube
10b: steel pipe
11: End plate
20: slider
21:
22: injection hole
30: Hammer shaft
31: Injection ball
60: reinforcing net
70:
T: tube tube

Claims (7)

The boot pipe 10 having the end plate 11 configured to close the lower end in the shape of a pipe through which the center part is positioned is positioned on the upper part of the ground to be typed, and a plurality of injection holes 22 are formed on the surface of the pipe part through the center part. Introducing a hammer shaft (30) through which a plurality of injection holes (31) are formed at an end of the slider (20) through which the through hole (20) is formed and through which the grout (20) is injected;
The hammer shaft 30 is driven so that the boot pipe 10 is moved up to the base layer together with the hammer shaft 30 while the grout is injected into the hammer shaft 30 and is continuously supplied through the injection hole 31. [ Thereby forming a soil cement pile;
Removing the hammer shaft (30);
And cutting and cutting the head of the pile of the pile of the grout type pile. The method of claim 1,
Wherein the slider (20) is formed with a gap retaining piece (21) protruding outward at its lower end. 3. The method according to claim 1 or 2,
After the removal of the hammer shaft (30), the construction method of the grout-type pile, characterized in that the tube tube (T) is further configured on the upper end of the soil cement pile. The method of claim 3, wherein
Wherein the step of removing the hammer shaft (30) is followed by the step of embedding the reinforcing net (60) and the center core (70) in the soil cement pile after the hammer shaft (30) is removed Construction method. Coupling a sleeve tube (10a) by welding the sleeve tube (10a) to an upper portion of the boot tube (10) having an end plate (11) formed at a lower end in a pipe shape through a central portion thereof;
Placing the boot pipe (10) to which the sleeve pipe (10a) is coupled to the upper part of the ground to be embedded, and having a predetermined depth;
Slider 20 having a plurality of injection holes 22 through the surface is configured on the outer lower end portion and the end of the hammer shaft 30 through the plurality of injection holes 31 through the lower end of the sleeve tube 10a Let's do it,
The grout is injected into the inside of the hammer shaft 30 to be continuously supplied through the injection hole 31 while driving the hammer shaft 30 to separate the boot tube 10 and the sleeve tube 10a, and then the boot tube ( 10) to form a cement layer pile up to the base layer;
Removing the hammer shaft (30);
And cutting and cutting the head of the pile of the pile of the grout type pile. 6. The method of claim 5,
Wherein the step of removing the hammer shaft (30) is followed by the step of embedding the reinforcing net (60) and the center core (70) in the soil cement pile after the hammer shaft (30) is removed Construction method. Coupling the steel pipe (10b) in the upper portion of the boot pipe (10) having an end plate (11) at the bottom in a pipe shape through the central portion;
Placing a boot pipe (10) to which the steel pipe (10b) is coupled to the upper part of the ground to be embedded, and having a predetermined depth;
Slider 20 having a plurality of injection holes 22 through the surface is configured on the outer lower end and the end of the hammer shaft 30 through the plurality of injection holes 31 through the lower end in the boot pipe 10 And driving the hammer shaft 30 so that the boot pipe 10 and the steel pipe 10b are embedded up to the base layer;
Removing the hammer shaft 30 and placing concrete inside the steel pipe 10b to form a pile;
And cutting and cutting the head of the pile of the pile of the grout type pile.

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